Current and Forecasted Traffic Sample Clauses

Current and Forecasted Traffic. The Design Hourly Volume (DHV) Total and the Annual Average Daily Traffic (AADT) is shown below in Table 1. TABLE 3 DESIGN DESIGNATION AND TRAFFIC INDEX (TI) Year 2017 Year 2035 Year 2045 Annual Average Daily Traffic (AADT) 6,500 7,826 8,190 Design Hour Volume (DHV) 810 933 1,000 Peak Hour Directional Vol % (NB/SB) 47.1/52.9 48.6/51.4 47.7/52.3 Truck Design Hourly Vol % (T) 11 11 11 Traffic Index (TI) 9 10 10.5 Design Speed (NB/SB) (mph) 55/30 55/30 55/30 *Northbound (NB), Southbound (SB), miles per hour (mph) TRUCKS IN ADT: 7.0% 10 YEAR TI: 8.5 DESIGN SPEED (V): 55 / 30 MPH 20 YEAR TI: 9.5 Collision Analysis The following Collision Rate Summary Table shown below shows actual and average collision rates within the project location for the three-year period from January 1, 2016 thru December 21, 2018. The ‘actual’ collision rate in this segment is lower than the state ‘average’ for this type of facility. There was 1 reported collision during this three-year period. This collision was a rear end accident near PM 50.5 resulting from an obstruction on the roadway. The data from the 3-year collision history indicate that the nonstandard side slopes did not contribute to any collisions. There is no recognizable or correctable trend when reviewing the 3yr collision history. Table 4 Collision Rate Summary for SB/SLO -1 PM 50.3/50.6, 0.0/0/3 Table B Dates: 01/01/2016 thru 12/31/2018 Location Actual Average Fatal Fatal + Injury Total Fatal Fatal + Injury Total SB/SLO SR 1 0.00 .31 0.31 0.022 0.51 1.10 * The numbers in the table are units of collisions per million vehicle miles
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Current and Forecasted Traffic. The current and forecasted traffic information for the project limits is shown below by segment. Ala-80 from PM R7.6 to CC-80 at Cutting Boulevard (PM 2.0): • Count Year (2020) average Daily Traffic (ADT) 237,300 • Construction Year (2022) ADT 238,200 • Design Year (2042) ADT 247,400 • Truck% 4.81% • 20-year Traffic Index (TI) 14.00 • 20-year Equivalent Single Axle Load (ESAL) 50,547,000 CC-80 from Cutting Boulevard (PM 2.0) to Hilltop Drive (PM 6.0): • Count Year (2020) ADT 258,600 • Construction Year (2022) ADT 260,100 • Design Year (2042) ADT 275,000 • Truck% 4.00% • 20-year TI 13.50 • 20-year ESAL) 43,862,000 CC-80 from Hilltop Drive (PM 6.0) to State Route (SR) 4 (PM 10.0) • Count Year (2020) ADT 245,000 • Construction Year (2022) ADT 246,500 • Design Year (2042) ADT 260,900 • Truck% 4.60% • 20-year TI 14.00 • 20-year ESAL 59,168,000 CC-80 from SR 4 (PM 10.0) to Xxxxxxxx (PM 13.5): • Count Year (2020) ADT 178,700 • Construction Year (2022) ADT 179,700 • Design Year (2042) ADT 189,900 • Truck% 4.37% 5.18% • 20-year TI 14.00 • 20-year ESAL 47,231,000 Collision Analysis Accident Data: All Collisions (Combined Eastbound and Westbound) As shown in the tables below, the accident information classified as “All” considers all collisions, combining data on collisions that occurred in both the westbound direction and the eastbound direction of the project mainline segments, exclusive of the I-80 ramps, in Alameda County from PM R7.60 to PM 8.036 and in Contra Costa County from PM 0.0 to PM 13.5.
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Current and Forecasted Traffic. ‌ The future travel forecasting was based on the assumption that the project location is a rural setting and planned land use in the area growth rate of 2.48% was used for forecasting purposes. Item Along SR 119 South Bound, SR 99 Off Ramp to SR 119 Construction Year ADT (2024) 20,500 10,400 Future ADT (2044) 33,500 17,000 Future Year ADT (2064) 54,500 28000 DHV (2044) 2,850 1500 DHV (2064) 4,650 2,400 T (%) (2044, 2064) 6% 5% D (%) (2044, 2064) 60% 100% 20 Year ESAL (2044) 10,120,000 8,320,000 20 Year TI (2044) 12 11.5 40 Year ESAL (2064) 28,150,000 23,210,000 40 Year TI (2064) 13.5 13
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Current and Forecasted Traffic. The District 4 Office of Planning developed the traffic forecasts for the 2062 design year on December 4, 2018. The 2022 Average Daily Traffic (ADT) on SR 87 from PM 0.0 to PM 6.1 is 208,700 vehicles. The ADT is expected to increase to a projected demand of 268,400 vehicles by 2062. Also, the 2020 percentage of trucks (% trucks) is 2.39%, and it is expected to remain at 2.39% in 2062. Table 4-5 shows the current and forecasted traffic information on SR 87 from PM 0.0 to PM 6.1 for design years 2018, 2022, 2032, 2042, and 2062. Table 4-5: Current and Forecasted Mainline Vehicle Traffic Data on SR 87 from PM 0.0 to PM 6.1 Description Present Year (2018) Construction Year (2022) 10-Year Forecast (2032) 20-Year Forecast (2042) 40-Year Forecast (2062) ADT 202,800 208,700 223,600 238,500 268,400 DHV — — — 18,400 — % Trucks 2.39 2.39 2.39 2.39 2.39 Median lanes TI — — 9.50 10.00 11.00 Median lanes ESAL — — 1,342,000 2,775,000 5,920,000 Two right lanes TI — — 11.00 12.00 13.00 Two right lanes ESAL — — 5,366,000 11,100,000 23,683,000 Notes: — = not applicable ADT = Average Daily Traffic DHV = Design Hourly Volume ESAL = Equivalent Single Axle Load PM = post mile(s) SR = State Route TI = Traffic Index Collision Analysis The District 4 Office of Traffic Safety provided the accident data and analysis on July 22, 2020. A total of 1,048 accidents, with one fatal accident, occurred within the project limits (SR 87 from PM 0.0 to PM 6.1) during the most-recent available 3-year period (October 1, 2016, to September 30, 2019). The actual fatal accident rate is lower than the average fatal accident rate for similar facilities statewide. The fatal accident occurred on the southbound (SB) SR 87 off-ramp to Almaden Expressway on June 16, 2019, at 06:48 hours. Vehicle one (V1) was traveling at 80 miles per hour. Due to an unsafe speed, person 1 (P1) was unable to successfully negotiate the westerly curve in the roadway. This failure allowed the left rear of V1 to collide with a pile of dirt on the east side of the roadway. V1 then lost control and rotated in a counterclockwise direction, causing V1 to leave the west side of the roadway. V1 then collided with the sound wall on the west side of the roadway two times. The force by which V1 collided with the sound wall, caused V1 to overturn three times, colliding with the dirt embankment on the west side of the roadway each time. P1 sustained fatal injuries as a result of this collision. P1 caused the collision by traveling at an u...
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Current and Forecasted Traffic. Table 4-5 lists current and forecasted traffic information for Main Line and Ramps on SR 4 within the project limits. Table 4-5: Current and Forecasted Traffic Information for SR 4 Within the Project Limits Count Year ADT (2015) 90,800 Construction Year ADT (2026) 102,400 Design Year ADT (2046) 123,500 DHV (2046) 8,600 D% 54.1% Truck% 5.09% Notes: ADT = Average Daily Traffic D% = directional distribution (% of traffic moving in the peak travel direction) DHV = Design Hourly Volume SR = State Route Table 4-6 lists the estimated Traffic Indexes (TIs) and Equivalent Single Axle Loads (ESALs) for 20 years and 40 years after the completion of project construction for the mainline.
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Current and Forecasted Traffic. The current and forecasted traffic data were obtained from recently conducted traffic counts as well as a Port of Los Angeles/Port of Long Beach traffic model. Existing Traffic The existing average daily traffic (ADT) along the intersection of Xxxxx Xxxxxxx Boulevard and Fries Avenue north of the existing at-grade rail crossing is approximately 13,440 vehicles per day. South Wilmington Grade Separation 5 January 22, 2007 Project Study Report Equivalent Under current conditions, the at-grade railroad crossing operates at a LOS D during the peak periods when a train is present. Future Traffic Future (2030) traffic volumes have been estimated based on anticipated growth in through-traffic and planned/proposed terminal developments in both Ports. By the year 2030, significant increases in traffic on Xxxxx Xxxxxxx Boulevard and Fries Avenue will also result in LOS F operating conditions at the at-grade rail crossing. Without a railroad grade separation, unit trains accessing the West Basin would continue to cause significant delays to truck and vehicle traffic ingress/egressing West Basin destinations. Table 1: Existing and Forecasted Traffic At-Grade Railroad Crossing s/o Xxxxx Xxxxxxx Blvd. and Fries Avenue Existing (2003) Traffic Location ADT {2003 volumes} LOS At-grade railroad crossing (AM) 10,829 B At-grade railroad crossing (PM) 13,440 E Existing (2030) Traffic Location ADT {2030 volumes} LOS At-grade railroad crossing (AM) 18,854 D At-grade railroad crossing (PM) 23,399 F
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Current and Forecasted Traffic. Peak hour volumes for both AM and PM and average daily traffic (ADT) volumes for existing conditions and opening year and design year Build Alternative and No Build Alternative within the project limits are summarized in Table 4-2. 2 The TOAR qualitatively analyzed traffic conditions in the event that, due to funding and other constraints, the project opening year is 2026 instead of 2025, and subsequently the project design year is 2046 instead of 2045. See Sections 4.3.3.1 and 4.3.3.2, below. 04 - ALA - 680 – PM R10.6/R21.9 04 - CC - 680 – PM R0.0/R1.1 EA: 04-0Q3000 Project ID: 0418000069 PPNO: 2905F November 2020 Table 4-2: Existing and Forecasted Peak Hour and ADT Volumes Facility Existing 2025 2045 No Build Build No Build Build AM Peak PM Peak ADT AM Peak PM Peak ADT AM Peak PM Peak ADT AM Peak PM Peak ADT AM Peak PM Peak ADT SB I-680: Between Alcosta and I-580 7,702 7,048 107,000 8,365 9,005 119,000 8,425 9,005 119,000 10,085 11,640 151,000 10,260 11,640 151,000 SB I-680: Between I- 580 and Stoneridge 5,080 5,618 81,000 5,900 6,315 89,000 5,950 6,335 89,000 6,795 8,240 112,000 6,995 8,330 112,000 SB I-680: Between Xxxxxxxxxx and Xxxxxx 5,099 5,965 76,000 5,535 6,645 84,000 5,585 6,665 84,000 6,310 8,520 105,000 6,510 8,610 105,000 SB I-680: Between Sunol and Xxxxxxx 5,530 5,396 77,000 7,045 5,885 83,000 7,070 5,905 83,000 8,025 7,205 100,000 8,140 7,295 100,000 SB I-680: Between Xxxxxxx and Calaveras 7,031 5,573 92,000 8,795 6,735 102,000 8,795 6,735 102,000 10,095 8,760 125,000 10,095 8,760 125,000 NB I-680: Between Alcosta and I-580 6,777 6,965 96,000 7,250 7,755 108,000 7,250 7,755 108,000 9,845 9,590 139,000 9,845 9,590 139,000 NB I-680: Between I- 580 and Stoneridge 5,310 6,500 89,000 5,850 7,115 98,000 5,850 7,140 98,000 7,390 8,300 119,000 7,390 8,435 119,000 NB I-680: Between Xxxxxxxxxx and Xxxxxx 4,637 4,549 80,000 5,640 5,935 88,000 5,640 5,965 88,000 7,115 6,850 107,000 7,115 7,005 107,000 NB I-680: Between Sunol and Xxxxxxx 4,608 4,687 72,000 5,145 5,215 80,000 5,145 5,305 80,000 6,665 6,260 100,000 6,665 6,305 100,000 NB I-680: Between Xxxxxxx and Calaveras 4,971 5,650 85,000 5,685 6,750 94,000 5,685 6,750 94,000 7,730 7,955 119,000 7,730 7,955 119,000 Source: Xxxx & Peers 2019
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Current and Forecasted Traffic 
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